CN110593114A - Box girder construction method based on large-span box girder multi-hoop truss support bailey bracket - Google Patents
Box girder construction method based on large-span box girder multi-hoop truss support bailey bracket Download PDFInfo
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- CN110593114A CN110593114A CN201910922608.2A CN201910922608A CN110593114A CN 110593114 A CN110593114 A CN 110593114A CN 201910922608 A CN201910922608 A CN 201910922608A CN 110593114 A CN110593114 A CN 110593114A
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- box girder
- hoop
- support
- bailey bracket
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2/00—Bridges characterised by the cross-section of their bearing spanning structure
- E01D2/04—Bridges characterised by the cross-section of their bearing spanning structure of the box-girder type
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
The invention relates to a box girder construction method based on a large-span box girder multi-hoop truss support bailey bracket, which is characterized by comprising the following steps of: 1) installing a hoop; 2) installing a lifting system; 3) installing a support system; 4) installing a temporary support; 5) erecting a formwork and pouring a concrete box girder; 6) removing the temporary support and replacing the permanent support; 7) and retracting the jack, and sequentially removing the template, the supporting system, the lifting system and the hoop. The invention is applied to the construction of the cast-in-place large-span box girder, does not need large-area foundation treatment and foundation construction, improves the construction efficiency, reduces the construction cost, improves the safety, and has remarkable economic and social benefits.
Description
Technical Field
The invention relates to construction of a cast-in-place large-span box girder, in particular to a box girder construction method based on a large-span box girder multi-hoop truss support bailey bracket.
Background
When the large-span box girder is cast in place, a full-hall support needs to be leveled and ground treatment is needed, a steel pipe support needs to be set to enlarge a foundation or a pile foundation pile cap foundation, and for complex sections with steep terrain, river crossing, soft foundation and the like, the two methods have high construction difficulty and high construction cost. At present, the anchor ear and the bailey frame are adopted to form a bracket structure, and a template is laid on the bracket structure for box girder concrete pouring, but because the number of support nodes is small, the method is only suitable for the construction of small-sized cast-in-place box girders with small span and low height, and the construction requirements of large-section cast-in-place box girders with large span, high height and large load are difficult to meet.
Disclosure of Invention
The invention aims to provide a construction method of a cast-in-place large-span box girder multi-hoop truss support bailey bracket, aiming at the problems in the cast-in-place large-span box girder construction process.
In order to achieve the purpose, the technical scheme provided by the invention is as follows:
the invention relates to a box girder construction method based on a large-span box girder multi-hoop truss support bailey bracket, which is characterized by comprising the following steps of:
1) a plurality of anchor ears are arranged on each pier stud, and anchor ear webs are arranged on the anchor ears;
2) jacks are arranged at the positions of the anchor ear webs, heightening upright columns with different heights are arranged on the jacks, and the tops of the heightening upright columns are flush to form a lifting system;
3) hoisting a steel truss, welding the steel truss on the side of the height-adjusting upright post, mounting a cross beam on the steel truss and the height-adjusting upright post, arranging a bailey bracket between two upright posts with the same span, and supporting two ends of the bailey bracket on the cross beam to form a supporting system;
4) installing a temporary support above the pier stud;
5) paving square skids above the temporary support and the Bailey support, supporting a bottom die and a side die above the square skids, supporting an inner die after arranging steel bars of the box girder, and pouring a concrete box girder in a space surrounded by the bottom die, the side die and the inner die;
6) removing the temporary support and replacing the permanent support;
7) and (3) synchronously retracting the jack, integrally moving the concrete box girder and the supporting system downwards, falling the concrete box girder onto the permanent support, continuously retracting the jack, unloading the load of the supporting system, and sequentially detaching the bottom die, the square paddings, the bailey bracket, the cross beam, the steel truss, the height-adjusting upright post and the anchor ear.
Preferably, the hoop is formed by splicing two hoop plates, the hoop plates are flexible plate bodies without annular stiffening ribs, the diameter of the inner ring of the hoop is smaller than the outer diameter of the pier stud, friction-increasing rubber plates are attached to the inner walls of the hoop plates, hoop webs are arranged on two sides of each hoop plate, a plurality of layers of hoop wing plates are arranged at the joints of the hoop webs and the hoop plates, and the jacks are fixed on the hoop wing plates on the uppermost layer in a bolt connection mode; when the hoop is installed, the hoop web plates of the two hoop plates are connected through high-strength bolts. When the high-strength bolt is screwed down, the anchor ear is tightly attached to the pier stud, and meanwhile, the friction increasing rubber plate is adhered to the contact part of the inner side of the holding plate and the pier stud, so that the friction resistance can be improved; the hoop wing plate is arranged to improve the connection strength between the hoop web plate and the hoop plate, and meanwhile, the platform is installed for the jack.
Preferably, after the height-adjusting upright columns are installed, the height-adjusting upright columns are divided into two groups which are bilaterally symmetrical, the height-adjusting upright columns in the same group are connected through connecting blocks, and the two connecting blocks are connected with each other through a longitudinal horizontal pull rod, so that all the height-adjusting upright columns on the same pier are connected together, and the longitudinal horizontal displacement of the height-adjusting upright columns on the two sides of the pier is limited.
Preferably, the temporary support comprises a cushion block and a sandbox which are overlapped up and down, a fine sand layer is filled in the sandbox, an opening is formed in the top of the sandbox, a sand discharging opening is formed in the side of the sandbox, a ball valve is arranged at the sand discharging opening, and the cushion block is placed above the fine sand layer; when the temporary support is installed, firstly, closing the ball valve, filling fine sand into the sandbox from the opening, after the fine sand is filled to the designed height, leveling the surface of the fine sand and placing a cushion block, wherein the size of the cushion block is the same as that of the opening at the top of the sandbox; and (3) removing the temporary support, opening the ball valve to enable fine sand to flow out from the sand discharge port, sinking the cushion block into the sand box and separating the cushion block from the bottom die of the concrete box girder, removing the load of the temporary support, and taking out the temporary support.
Preferably, the height of the top surface of the temporary support after installation is the same as that of the top surface of the bailey bracket.
Preferably, after the bottom die and the side die are erected, heavy-load prepressing is carried out on the supporting system, and after the prepressing is finished, the height of the support system is adjusted through a jack, and the jack is locked.
Preferably, the bottom die is disconnected at the temporary support, and the beam and the bottom die are removed together when the temporary support is removed, so that the bottom die is not contacted with the permanent support.
Preferably, the hoop webs of the hoops on the same pier are arranged in a vertically staggered manner.
Preferably, the steel truss is welded and connected by an inclined rod, a flat rod and a vertical rod; the two steel trusses perpendicular to the axis of the bridge are connected into a spatial three-dimensional truss structure through the connecting rods. Two adjacent steel trusses are connected with each other through the connecting rod, so that the connection between the steel trusses is increased, and the integrity of the steel trusses is improved.
Preferably, the retraction amount of each jack is precisely controlled through a PLC hydraulic control system. The PLC hydraulic control system can improve the accuracy of the recovery amount of the jack.
Compared with the prior art, the technical scheme provided by the invention has the following beneficial effects:
1. the invention adopts a plurality of reinforced hoops as the supporting points of the bracket system, does not need to additionally set up a steel pipe bracket or a full bracket, does not need to carry out large-area foundation treatment and foundation construction, saves time and labor and reduces the construction cost.
2. The invention can flexibly determine the number of the anchor ears according to the load and the bearing force provided by a single anchor ear, the anchor ear webs between the upper anchor ear and the lower anchor ear of each pier are mutually staggered, the anchor ear webs are not only used for connecting two anchor plates, but also play the role of a bracket, a jack and a height-adjusting upright post are arranged on the anchor ear webs to jointly support an upper cross beam, the load force transmission is simple, the load force transmission is uniformly distributed on the anchor ear webs and is finally transmitted to the pier, and the stress is reasonable.
3. The invention arranges a spatial three-dimensional steel truss structure along the longitudinal bridge direction, the end part of the steel truss is supported on the hoop web or the heightening upright post, and the upper part is provided with the distributing beam to support the construction load, thereby effectively improving the span of the bailey bracket and reducing the mid-span deflection deformation.
4. Jacks are arranged between the hoop web plate and the heightening upright post and locked, when the support is dismounted, the PLC is adopted to control the hydraulic synchronizing system to accurately control the hydraulic pressure and retraction amount of each jack, so that the box girder stably falls onto the permanent support, and the support device is convenient to dismount.
5. The hoop, the steel truss and the bailey truss are convenient and quick to install, can be recycled after construction is completed, reduce the manufacturing cost, have high safety and have remarkable economic and social benefits.
Drawings
FIG. 1 is a longitudinal sectional view of a cast-in-place large-span box girder multi-hoop truss support bailey bracket;
FIG. 2 is a cross-sectional view (section A-A) of a multi-hoop truss braced bailey support;
FIG. 3 is a schematic view of the hoop structure;
FIG. 4 is a schematic view of the connection of the longitudinal horizontal tie bar to the connecting block (section B-B);
FIG. 5 is a schematic view of a steel truss structure;
FIG. 6 is a detailed view of the structure of the temporary support at node A of FIG. 1;
FIG. 7 is a drawing of a concrete box girder casting construction process;
FIG. 8 is a C-C sectional view of the concrete box girder construction process of FIG. 7;
FIG. 9 is a schematic view of the node B temporary support of FIG. 7 being unloaded and removed;
FIG. 10 is a schematic view of the node B mounting permanent mount of FIG. 7;
FIG. 11 is a longitudinal cross-sectional view of the box girder being dropped onto the permanent support and the hoop, the lifting device and the supporting device being removed;
fig. 12 is a cross-sectional view taken along line D-D of fig. 11.
The figure is marked with: 1-pier stud, 2-anchor ear, 21-embracing plate, 22-anchor ear web plate, 23-anchor ear wing plate, 24-high-strength bolt, 25-friction-increasing rubber plate, 3-jack, 31-heightening upright post, 32-longitudinal horizontal pull rod, 33-connecting block, 4-steel truss, 41-diagonal rod, 42-flat rod, 43-vertical rod, 44-connecting rod, 5-temporary support, 51-sandbox, 52-cushion block, 53-ball valve, 6-permanent support, 71-cross beam, 72-bailey bracket, 73-square lumber skid, 74-bottom die, 75-side die, 76-inner die, 8-reinforcing steel bar and 9-concrete box beam.
Detailed Description
For a better understanding of the present invention, the following embodiments will be described in detail with reference to fig. 1 ~ and fig. 12, and the following embodiments are implemented on the premise of the technical solution of the present invention, and the detailed embodiments are provided, but the scope of the present invention is not limited to the following embodiments.
The invention relates to a box girder construction method based on a large-span box girder multi-hoop truss support bailey bracket, which comprises the following steps:
1) install a plurality of staple bolts 2 on every pier stud 1, all be equipped with staple bolt web 22 on staple bolt 2, it is shown to combine figure 3, staple bolt 2 is embraced the board 21 concatenation by two and is formed, embrace the flexible board body that board 21 adopted not to establish annular stiffening rib, staple bolt 2 inner circle diameter is less than pier stud 1's external diameter, the inner wall laminating of embracing board 21 has the rubber slab 25 that increases friction, it all is equipped with staple bolt web 22 to embrace board 21 both sides, staple bolt web 22 is equipped with a plurality of layers of staple bolt pterygoid lamina 23 with the junction of embracing board 21, during installation staple bolt 2, connect two staple bolt webs 22 of embracing board 21 with high strength bolt 24, what need notice during the installation, the staple bolt web 22 of each staple bolt 2 on same pier stud 1 staggers from top to bottom and arranges.
2) Jack 3 is all installed in every staple bolt web 22 position department, and install not heightening stand 31 of co-altitude on every jack 3, the top of respectively heightening stand 31 flushes, form operating system, above-mentioned jack 3 is fixed on the staple bolt pterygoid lamina 23 of the superiors through bolted connection's mode, heightening stand 31 passes through bolted connection in 3 tops of jack, heightening stand 31 installation completion back, will heightening stand 31 divide into bilateral symmetry's two sets of, heightening and connecting with connecting block 33 between the stand 31 with organizing, two connecting blocks 33 are through vertical horizontal pull rod 32 interconnect again, form the structure that figure 4 shows, prevent that each heightening stand 31 from taking place horizontal displacement.
3) Hoisting a steel truss 4, welding the steel truss 4 on the side of the height-adjusting upright post 31, mounting a cross beam 71 on the steel truss 4 and the height-adjusting upright post 31, arranging a bailey bracket 72 between two upright posts 1 with the same span, and supporting two ends of the bailey bracket 72 on the cross beam 71 to form a supporting system shown in the attached drawings 1 and 2; referring to fig. 5, the steel truss 4 is welded and connected by an inclined rod 41, a flat rod 42 and a vertical rod 43; the two steel trusses 4 perpendicular to the axis of the bridge are connected into a spatial three-dimensional truss structure by arranging the connecting rods 44 between the two steel trusses 4.
4) A temporary support 5 is arranged above the pier stud 1, and as shown in a combined drawing 6, the temporary support 5 comprises a cushion block 52 and a sand box 51 which are overlapped up and down, a fine sand layer is filled in the sand box 51, an opening is arranged at the top of the sand box 51, a sand discharge port is arranged on the side of the sand box, a ball valve 53 is arranged at the sand discharge port, and the cushion block 52 is arranged above the fine sand layer; when the temporary support 5 is installed, firstly, the ball valve 53 is closed, fine sand is filled into the sandbox 51 from the opening, after the fine sand is filled to the design height, the fine sand surface is leveled and the cushion block 52 is placed, the size of the cushion block 52 is the same as the size of the opening in the top of the sandbox 51, the cushion block 52 is prevented from generating horizontal displacement, meanwhile, the fine sand is prevented from overflowing from a gap between the sandbox 51 and the cushion block 52 under the extrusion of the cushion block, in addition, the height of the top surface of the installed temporary support 5 is the same as that of the top surface of the Bailey support 72, and the subsequent.
5) The method comprises the steps that a square skid 73 is laid above a temporary support 5 and a Bailey support (72), a bottom die 74 and a side die 75 are erected above the square skid 73, the bottom die 74 is disconnected at the temporary support 5, after the bottom die 74 and the side die 75 are erected, heavy-load prepressing needs to be carried out on a supporting system, after the prepressing is completed, the height of a support system needs to be adjusted through a jack 3, the jack 3 is locked, an inner die 76 is erected after reinforcing steel bars 8 of a box girder are arranged, and a concrete box girder 9 is poured in a space defined by the bottom die 74, the side die 75 and the inner die 76, so that the structure shown in the attached drawings 7 and 8 is formed.
6) After the concrete box girder 9 reaches the designed strength, the temporary support 5 is removed and the permanent support 6 is replaced, the temporary support 5 is removed, the ball valve 53 is opened to enable fine sand to flow out from the sand discharge port, the cushion block 52 is sunk into the sand box and separated from the bottom die 74 of the concrete box girder 9, and the load of the temporary support is removed, as shown in fig. 9; the temporary support 5 is then removed and the cross beam 71 and the bottom die 74 are removed at the same time, and the permanent support 6 is replaced, as shown in fig. 10.
7) The jacks 3 are synchronously retracted, the retraction amount of the jacks 3 is accurately controlled through a PLC hydraulic control system, the concrete box girder 9 and the supporting system integrally move downwards, the concrete box girder 9 falls on the permanent support 6, the jacks 3 are continuously retracted, the load of the supporting system is unloaded, and the bottom die 74, the square paddings 73, the bailey supports 72, the cross beams 71, the steel truss 4, the heightening upright columns 31 and the anchor ears 2 are sequentially dismantled to form the structure shown in the attached drawings 11 and 12.
The present invention has been described in detail with reference to the embodiments, but the description is only for the preferred embodiments of the present invention and should not be construed as limiting the scope of the present invention. All equivalent changes and modifications made within the scope of the present invention shall fall within the scope of the present invention.
Claims (10)
1. A box girder construction method based on a large-span box girder multi-hoop truss support Bailey bracket is characterized by comprising the following steps:
1) a plurality of anchor ears (2) are arranged on each pier stud (1), and anchor ear webs (22) are arranged on the anchor ears (2);
2) jacks (3) are arranged at the positions of the hoop webs (22), heightening columns (31) with different heights are arranged on the jacks (3), and the tops of the heightening columns (31) are flush to form a lifting system;
3) hoisting a steel truss (4), welding the steel truss (4) on the side of a height-adjusting upright post (31), mounting a cross beam (71) on the steel truss (4) and the height-adjusting upright post (31), arranging a Bailey bracket (72) between two upright posts (1) with the same span, and supporting two ends of the Bailey bracket (72) on the cross beam (71) to form a supporting system;
4) a temporary support (5) is arranged above the pier stud (1);
5) paving a square skid (73) above the temporary support (5) and the Bailey bracket (72), erecting a bottom die (74) and a side die (75) above the square skid (73), erecting an inner die (76) after a steel bar (8) of the box girder is arranged, and pouring a concrete box girder (9) in a space surrounded by the bottom die (74), the side die (75) and the inner die (76);
6) removing the temporary support (5) and replacing the permanent support (6);
7) the lifting jack (3) is retracted synchronously, the concrete box girder (9) and the supporting system move downwards integrally, the concrete box girder (9) falls on the permanent support (6), the lifting jack (3) is retracted continuously, the load of the supporting system is unloaded, and the bottom die (74), the square skid (73), the Bailey bracket (72), the cross beam (71), the steel truss (4), the height-adjusting upright post (31) and the anchor ear (2) are dismounted in sequence.
2. The box girder construction method based on the large-span box girder multi-hoop truss support bailey bracket according to claim 1, is characterized in that: the anchor ear (2) is formed by splicing two holding plates (21), the holding plates (21) are flexible plate bodies without annular stiffening ribs, the diameter of the inner ring of the anchor ear (2) is smaller than the outer diameter of the pier stud (1), friction increasing rubber plates (25) are attached to the inner wall of the holding plates (21), anchor ear webs (22) are arranged on two sides of the holding plates (21), a plurality of layers of anchor ear wing plates (23) are arranged at the joints of the anchor ear webs (22) and the holding plates (21), and the jack (3) is fixed on the anchor ear wing plate (23) on the uppermost layer in a bolt connection mode; when the hoop (2) is installed, the high-strength bolts (24) are used for connecting the hoop webs (22) of the two hoop plates (21).
3. The box girder construction method based on the large-span box girder multi-hoop truss support bailey bracket according to claim 1, is characterized in that: after the height-adjusting upright columns (31) are installed, the height-adjusting upright columns (31) are divided into two groups which are symmetrical left and right, the height-adjusting upright columns (31) in the same group are connected through connecting blocks (33), and the two connecting blocks (33) are connected with each other through longitudinal horizontal pull rods (32).
4. The box girder construction method based on the large-span box girder multi-hoop truss support bailey bracket according to claim 1, is characterized in that: the temporary support (5) comprises a cushion block (52) and a sand box (51) which are overlapped up and down, a fine sand layer is filled in the sand box (51), the top of the sand box (51) is provided with an opening, a sand discharge port is arranged on the side of the sand box (51), a ball valve (53) is arranged at the sand discharge port, and the cushion block (52) is placed above the fine sand layer; when the temporary support (5) is installed, firstly closing the ball valve (53), filling fine sand into the sandbox (51) from the opening, after the fine sand is filled to the designed height, leveling the surface of the fine sand and placing the cushion block (52), wherein the size of the cushion block (52) is the same as that of the opening at the top of the sandbox (51); and (3) dismantling the temporary support (5), opening the ball valve (53) to enable fine sand to flow out from the sand discharge port, sinking the cushion block (52) into the sand box (51) and separating the cushion block from the bottom die (74) of the concrete box girder (9), dismantling the load of the temporary support (5), and then taking out the temporary support (5).
5. The box girder construction method based on the large-span box girder multi-hoop truss support bailey bracket according to claim 1, is characterized in that: the height of the top surface of the temporary support (5) after installation is the same as that of the top surface of the Bailey bracket (72).
6. The box girder construction method based on the large-span box girder multi-hoop truss support bailey bracket according to claim 1, is characterized in that: after the bottom die (74) and the side die (75) are erected, heavy-load pre-pressing needs to be carried out on the support system, the height of the support system needs to be adjusted through the jack (3) after the pre-pressing is finished, and the jack (3) is locked.
7. The box girder construction method based on the large-span box girder multi-hoop truss support bailey bracket according to claim 1, is characterized in that: the bottom die (74) is disconnected at the temporary support (5).
8. The box girder construction method based on the large-span box girder multi-hoop truss support bailey bracket according to claim 1, is characterized in that: the hoop webs (22) of the hoops (2) on the same pier stud (1) are arranged in a vertically staggered manner.
9. The box girder construction method based on the large-span box girder multi-hoop truss support bailey bracket according to claim 1, is characterized in that: the steel truss (4) is welded and connected by an inclined rod (41), a flat rod (42) and a vertical rod (43); the two steel trusses (4) vertical to the axis of the bridge are connected into a space three-dimensional truss structure by arranging the connecting rod (44) between the two steel trusses (4).
10. The box girder construction method based on the large-span box girder multi-hoop truss support bailey bracket according to claim 1, is characterized in that: the retraction amount of each jack (3) is accurately controlled through a PLC hydraulic control system.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201910922608.2A CN110593114A (en) | 2019-09-27 | 2019-09-27 | Box girder construction method based on large-span box girder multi-hoop truss support bailey bracket |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201910922608.2A CN110593114A (en) | 2019-09-27 | 2019-09-27 | Box girder construction method based on large-span box girder multi-hoop truss support bailey bracket |
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| CN201910922608.2A Withdrawn CN110593114A (en) | 2019-09-27 | 2019-09-27 | Box girder construction method based on large-span box girder multi-hoop truss support bailey bracket |
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Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN111535198A (en) * | 2020-05-25 | 2020-08-14 | 河南省水利第二工程局 | Bailey truss support construction method of cast-in-place box girder traffic bridge |
| CN111764668A (en) * | 2020-07-17 | 2020-10-13 | 汤仁超 | Steel structure bridge truss installation system and installation process |
| CN113897870A (en) * | 2021-10-15 | 2022-01-07 | 广西路桥工程集团有限公司 | Assembled longitudinal beam, assembled buttress-free support, assembled buttress-free system and design method of assembled longitudinal beam and assembled buttress-free support |
| CN114606869A (en) * | 2022-03-31 | 2022-06-10 | 中铁五局集团路桥工程有限责任公司 | Novel bracket structure and using method thereof |
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| CN113897870A (en) * | 2021-10-15 | 2022-01-07 | 广西路桥工程集团有限公司 | Assembled longitudinal beam, assembled buttress-free support, assembled buttress-free system and design method of assembled longitudinal beam and assembled buttress-free support |
| CN113897870B (en) * | 2021-10-15 | 2022-07-08 | 广西路桥工程集团有限公司 | Assembled longitudinal beam, assembled buttress-free support, assembled buttress-free system and design method of assembled longitudinal beam and assembled buttress-free support |
| CN114606869A (en) * | 2022-03-31 | 2022-06-10 | 中铁五局集团路桥工程有限责任公司 | Novel bracket structure and using method thereof |
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Application publication date: 20191220 |